During construction and in use, and with suitable reliability, a building or structure must perform adequately under every reasonably expected design action, withstand extreme or often repeated actions, be designed so that local damage leaves the structure stable and not damaged out of proportion to the original damage (robustness), and not cause damage to other properties. The actions to consider include at least: permanent (dead) and imposed (live) actions; wind, earthquake and snow; liquid pressure, ground water and rainwater (including ponding); earth pressure; differential movement; time-dependent effects such as creep and shrinkage; thermal effects; ground movement from swelling, shrinkage or freezing of subsoil, landslip, subsidence or siteworks; construction activity; and termite actions. Structural resistance is determined from five-percentile characteristic material properties, allowing for construction activity, the material, site characteristics, the accuracy of the analysis method and effects of differential settlement and restrained dimensional change. Glass at risk of human impact must break safely if broken, resist foreseeable impact without breaking, and be protected or marked to reduce the chance of impact. Verification Methods: H1V1 (reliability-based capacity reduction factors for components with a resistance coefficient of variation of 10% to 40%, target reliability indices of 4.3 permanent, 4.0 imposed and 3.7 wind, snow and earthquake, 5.0 permanent for timber-like creep) and H1V2 (robustness: notional removal of a column, a beam supporting columns or a wall segment without collapse beyond adjacent storeys, and a risk assessment for any component carrying more than 25% of the structure). Deemed-to-Satisfy route: H1D3 site preparation (earthworks to Housing Provisions Part 3.2 on sites classed A, S, M, H or E in normal conditions; retaining structures to AS 4678; termite risk management to Part 3.4); H1D4 footings and slabs to AS 2870 or AS 3600, or Housing Provisions Section 4 only within its limits (Class A, S or M site of uniform bearing, slab not over 18 m long or wide, no permanent joints, at most one re-entrant corner, not aggressive soil, at most two trafficable floors and 8 m wall height, one slab per footing, normal site, not alpine, no specific earthquake design under AS 1170.4 Appendix A); H1D5 masonry to AS 3700, AS 4773.1 and 4773.2, or Housing Provisions Parts 5.2 to 5.6 within wind class N3, site class A, S or M and non-alpine limits (isolated piers of units at least 6.2 MPa solid or cored, 15 MPa hollow); H1D6 framing (steel to the NASH Standard Parts 1 and 2, AS 4100 or AS/NZS 4600; timber to AS 1720.1, AS 1720.5, AS 1684.2, 1684.3 or 1684.4 and AS 1860.2; structural steel sections to Housing Provisions Part 6.3 within N3 and AS 4055 geometry; structural software for trussed and framed systems to comply with the ABCB Protocol for Structural Software within 6 m eaves, 8.5 m overall height, 16 m width, length up to five times width and 35 degree pitch); H1D7 roof and wall cladding (metal roofing to AS 1562.1 with the low-high-low cyclic test in wind regions C and D, plastic to AS 1562.3, slates and shingles to AS 4597, tiles to AS 2050 or Part 7.3 at 15 to 35 degree pitch, AAC cladding to AS 5146.1, other wall cladding to Part 7.5, metal wall cladding to AS 1562.1); H1D8 glazing (AS 2047 windows and framed glazed doors; AS 1288 for other glazing; human impact to AS 1288 and AS 2047 or Part 8.4); H1D9 earthquake areas to Section 2; H1D11 decks and balconies fixed by a waling plate to Part 12.3 within its limits (not alpine, deck not over 3 m high, imposed load not over 2 kPa, no cantilever, specified supporting wall types); H1D12 piled footings to AS 2159.
The graph holds this control, the 0 it maps to, and the evidence behind each claim, over MCP and REST.